CN111021402B - Grouting type anchoring foundation with inner bag and outer bag and construction method thereof - Google Patents
Grouting type anchoring foundation with inner bag and outer bag and construction method thereof Download PDFInfo
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- CN111021402B CN111021402B CN201911096462.7A CN201911096462A CN111021402B CN 111021402 B CN111021402 B CN 111021402B CN 201911096462 A CN201911096462 A CN 201911096462A CN 111021402 B CN111021402 B CN 111021402B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/52—Submerged foundations, i.e. submerged in open water
- E02D27/525—Submerged foundations, i.e. submerged in open water using elements penetrating the underwater ground
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/50—Anchored foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
- E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure
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Abstract
The invention discloses a grouting type anchoring foundation with an inner bag and an outer bag and a construction method thereof, wherein the grouting type anchoring foundation comprises a steel pipe, the inner bag, an inner grouting body, the outer bag, an outer grouting body, a plurality of holes, an anchor head, an annular end and an anchor chain; both ends of the inner bag and the outer bag are provided with bag openings, the bag openings at both ends of the inner bag are respectively bound and fixed on the steel pipes positioned at both ends of the plurality of holes, and the bag openings at both ends of the outer bag are respectively bound and fixed at both ends of the steel pipes; the inner grouting body is filled in the steel pipe and the inner bag, and the outer grouting body is filled between the inner bag and the outer bag. The invention is respectively provided with the inner bag and the outer bag, and the strength of the inner grouting body is higher than that of the outer grouting body, thereby meeting the stress concentration requirement when the tension of the anchor chain acts on the steel pipe, ensuring that the inner grouting body and the outer grouting body are not easy to damage and lose efficacy under the load action, and improving the safety of the grouting type anchoring foundation.
Description
Technical Field
The invention relates to the technical field of anchoring of deepwater net cages, in particular to a grouting type anchoring foundation with an inner bag and an outer bag and a construction method thereof.
Background
A torpedo anchor is one type of power driven penetration anchor, typically about 15m in length and weighing up to 130 tonnes. The shape of the anchor is similar to torpedo, so the name is torpedo anchor. The torpedo anchor is fast and convenient to install, does not need any external force during installation, only needs to be vertically released at a position which is high enough away from the seabed so that the torpedo anchor falls down by the gravity of the torpedo anchor, and penetrates through the seabed to a certain depth by the huge inertia force caused by high acceleration when the torpedo anchor collides with the seabed. The release height is usually such that a final collision velocity of 17m/s is reached at a distance of 30m from the seabed, a penetration depth of about 7m, and above 30m/s at 150m, a penetration depth of about 20 m. Therefore, the torpedo anchor has the characteristics of simple structure, reusability, low manufacturing cost and convenience in installation, and is very suitable for the offshore construction environment. If the advantages can be utilized, the torpedo anchor is transformed into a construction tool, and the progress and development of the marine anchoring foundation construction technology are certainly promoted.
The problems concerned by the present invention are: in soft seabed soil bodies such as silt clay and the like, the construction convenience of the torpedo anchor is utilized to develop a slip casting type anchoring foundation with an inner bag and an outer bag based on torpedo anchor construction, and the foundation has the characteristics of simple construction, low manufacturing cost and large uplift bearing capacity.
Disclosure of Invention
The invention aims to make up the defects of the prior art and provides a grouting type anchoring foundation with an inner bag and an outer bag and a construction method thereof.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
a slip casting formula anchor foundation with inner bag and outer bag which characterized in that: the grouting device comprises a steel pipe, an inner bag, an inner grouting body, an outer bag and an outer grouting body, wherein a plurality of holes are formed in the middle of the steel pipe respectively, the lower end of the steel pipe is fixedly connected with an anchor head, the upper end of the steel pipe is fixedly connected with an annular end head, and one side of the annular end head is fixedly connected with a mooring ring and an anchor chain; both ends of the inner bag and the outer bag are provided with bag openings, the bag openings at both ends of the inner bag are respectively bound and fixed on the steel pipes positioned at both ends of the holes, and the bag openings at both ends of the outer bag are respectively bound and fixed at both ends of the steel pipes; the inner grouting body is filled in the steel pipe and the inner bag, and the outer grouting body is filled between the inner bag and the outer bag.
Slip casting formula anchoring basis with inner bag and outer bag its characterized in that: the inner bag and the outer bag are both made of reverse osmosis anti-corrosion cloth.
Slip casting formula anchoring basis with inner bag and outer bag its characterized in that: the holes are evenly distributed in the middle of the steel pipe at equal intervals and are located in the range not smaller than the height of the steel pipe 1/2.
Slip casting formula anchoring basis with inner bag and outer bag its characterized in that: an outer grouting pipe and an inner grouting pipe are respectively bound to one side of the anchor chain, a grout outlet of the outer grouting pipe is located between the inner bag and the outer bag, and a grout outlet of the inner grouting pipe is located inside the inner bag.
Slip casting formula anchoring basis with inner bag and outer bag its characterized in that: and a plurality of steel cables which are vertically arranged are uniformly bound between the inner bag and the outer bag at two ends of the steel tube, and the steel cables have enough length to be free from restraint on the opening process of the inner bag.
Slip casting formula anchoring basis with inner bag and outer bag its characterized in that: the strength of the inner grout is greater than the strength of the outer grout.
Slip casting formula anchoring basis with inner bag and outer bag its characterized in that: the inner diameter of the annular end head is equal to that of the steel pipe.
Slip casting formula anchoring basis with inner bag and outer bag its characterized in that: the wall thickness of the middle part of the steel pipe at the section provided with the plurality of holes is smaller than that of the part at the two ends of the steel pipe, which is not provided with the holes.
A construction method of a grouting type anchoring foundation with an inner bag and an outer bag is characterized in that: the method specifically comprises the following steps:
(1) assembling the inner bag and the outer bag: mooring one end of an anchor chain on a mooring ring, binding an outer grouting pipe and an inner grouting pipe on one side of the anchor chain, respectively binding and fixing bag openings at two ends of an inner bag on steel pipes positioned at two ends of a plurality of holes, and enabling a slurry outlet of the inner grouting pipe to be positioned inside the inner bag; binding and fixing bag openings at two ends of the outer bag at two ends of the steel pipe respectively, enabling a slurry outlet of the outer grouting pipe to be positioned between the inner bag and the outer bag, and uniformly binding a plurality of vertically arranged steel cables at two ends of the steel pipe between the inner bag and the outer bag; penetrating and sleeving an anchor body of the fishbone anchor without the tail wing into the steel pipe, which is hereinafter referred to as the fishbone anchor for short, enabling the lower end of the anchor body of the fishbone anchor to be horizontal and pressed on the top surface of an anchor head, and connecting a construction rope on a suspender at the upper end of the fishbone anchor; the fish-thunder anchor is bound and connected with the steel pipe by using a simple mode which can be subsequently detached, the inner bag, the plurality of steel cables and the outer bag are folded, rolled and fixed on the outer wall of the steel pipe simply, and the fish-thunder anchor is stably lifted and suspended above the seabed vertically based on the construction rope;
(2) releasing the construction rope: lowering the anchor chain for a certain length to enable the anchor chain to be in a loose state and minimize the influence on the rapid sinking of the torpedo anchor, and then releasing the construction rope to enable the steel pipe to rapidly sink and penetrate into the seabed under the self-weight action of the torpedo anchor;
(3) grouting the inner bag and removing the fish-stone anchor: connecting the inner grouting pipe with a grouting system, starting the grouting system to enable grout to flow out of the inner bag through a grout outlet of the inner grouting pipe, simultaneously slowly tensioning the construction rope upwards, enabling the connection between the torpedo anchor and the steel pipe to be disengaged and invalid in the tensioning process, enabling the anchor body to be gradually separated from the steel pipe, finally pulling up and removing the torpedo anchor, and remaining the steel pipe in a seabed soil body; after the torpedo anchor is lifted away from the steel pipe, the slurry fills the steel pipe and the inner bag, and the inner bag body is expanded to meet the design requirement; stopping grouting when the volume of the injected grout reaches a design value, wherein the grout is positioned inside the steel pipe and the inner bag and gradually hardened to form inner grouting body;
(4) grouting an outer bag: standing for a period of time to enable the strength of the internal grouting body to be not less than 50% of a design value, connecting the external grouting pipe with a grouting system, starting the grouting system to enable the grout to gush out between the inner bag and the outer bag through a grout outlet of the external grouting pipe, gradually wrapping the original internal grouting body with the grout and propping open the outer bag, and gradually filling the unfolded outer bag with the grout; and stopping grouting when the volume of the injected grout reaches a designed value, wherein the grout is positioned between the inner bag and the outer bag, hardening and hardening to form external grout, and finally combining the internal grout, the external grout and the steel pipe to form a whole to form the anchoring foundation.
Compared with the prior art, the invention has the following advantages:
(1) the steel pipe is constructed and penetrated into the seabed based on the wingless torpedo anchor, the steel pipe can be penetrated into the deeper seabed by the larger self weight of the torpedo anchor, the installation is convenient, the construction time is short, and the steel pipe is very suitable for the offshore construction environment.
(2) The invention is respectively provided with the inner bag and the outer bag, and the strength of the inner grouting body is higher than that of the outer grouting body, thereby meeting the stress concentration requirement when the tension of the anchor chain acts on the steel pipe, ensuring that the inner grouting body and the outer grouting body are not easy to damage and lose efficacy under the load action, and improving the safety of the grouting type anchoring foundation.
(3) The inner grouting body and the outer grouting body are wrapped inside and outside the steel pipe, and a plurality of steel cables are arranged on the periphery of the inner bag, so that the steel pipe is equivalent to a cast-in-place reinforced concrete structure and has strong integrity; the slurry is hardened and then forms a whole with the steel pipe, the slurry is tightly contacted with the surrounding soil body, the dead weight of the slurry body, the friction force with the surrounding soil body, the dead weight of the soil body on the overlying seabed and the like form the anti-pulling bearing capacity of the anchoring foundation, and the anti-pulling bearing capacity is larger.
Drawings
FIG. 1 is a schematic three-dimensional structure of a steel pipe according to the present invention.
Fig. 2 is a cross-sectional view of fig. 1.
FIG. 3 is a schematic view showing the connection between a steel pipe and a grout pipe in the present invention.
FIG. 4 is a schematic view showing the connection of the steel tube with the inner bag and the outer bag.
Fig. 5 is a schematic three-dimensional structure view of the torpedo anchor for construction according to the present invention.
Fig. 6 is a cross-sectional view of fig. 5.
FIG. 7 is a schematic view of an assembly structure of the steel tube and the fish-thunder anchor according to the present invention.
Fig. 8 is a cross-sectional view of fig. 7.
FIG. 9 is a schematic view of the steel pipe suspended above the seabed before the construction according to the present invention.
Fig. 10 is a schematic view of a steel pipe penetrating into the seabed by means of torpedo anchors according to the present invention.
Fig. 11 is a schematic view of the attitude of the steel pipe after the torpedo anchor is removed.
FIG. 12 is a schematic illustration of an internal slip based upon slip casting with an internal slip pipe.
Fig. 13 is a schematic view of an external grout after external grout pipe based grouting.
Fig. 14 is a cross-sectional view of the present invention.
Description of reference numerals: 1. an anchor head; 2. a steel pipe; 3. an annular tip; 4. a plurality of holes; 5. a mooring ring; 6. an anchor chain; 7. an outer grouting pipe; 8. an inner grouting pipe; 9. an inner pouch; 10. an outer pouch; 11. an anchor body; 12. a tip; 13. a boom; 14. a filler; 15. constructing a rope; 16. a plurality of steel cords; 17. an internal grout; 18. an outer slip; A. a sea bed surface.
Detailed Description
Referring to the attached drawings, the grouting type anchoring foundation with the inner bag and the outer bag comprises a steel pipe 2, an inner bag 9, an inner grouting body 17, an outer bag 10 and an outer grouting body 18, wherein the middle part of the steel pipe 2 is respectively provided with a plurality of holes 4, the lower end of the steel pipe 2 is fixedly connected with an anchor head 1, the upper end of the steel pipe 2 is fixedly connected with an annular end head 3, and one side of the annular end head 3 is fixedly connected with a mooring ring 5 and an anchor chain 6; both ends of the inner bag 9 and the outer bag 10 are provided with bag openings, the bag openings at both ends of the inner bag 9 are respectively bound and fixed on the steel pipes 2 positioned at both ends of the holes 4, and the bag openings at both ends of the outer bag 10 are respectively bound and fixed at both ends of the steel pipes 2; an inner grout 17 is filled inside the steel tube 2 and the inner bladder 9, and an outer grout 18 is filled between the inner bladder 9 and the outer bladder 10.
The above-mentioned terms of orientation such as "inside", "outside", "upper end", "lower end", etc. are determined based on the attitude of the lifted anchoring base at the time of construction. During construction, the suspension steel pipe 2 is suspended above the seabed and is in a plumb state, as shown in fig. 9-12. In this posture, the specific direction of each directional word is determined, and directional words mentioned elsewhere in the specification are also estimated according to this posture. The above-described orientations or positional relationships are based on the orientations or positional relationships shown in the drawings and are for convenience of description only, and are not intended to indicate or imply that the referenced devices or components must have a particular orientation, configuration and operation, and therefore should not be construed as limiting the present invention.
In the invention, the plurality of holes 4 are uniformly formed in the middle part of the steel pipe 2 at equal intervals within the height range of not less than 1/2, so that the inner part and the outer part (in the inner bag 9) of the steel pipe 2 can be fully filled with the inner grouting 17 to form a whole, the biting force between the inner grouting 17 and the steel pipe 2 is enhanced, the stress transmitted to the steel pipe 2 by the anchor chain 6 can be effectively transmitted to the inner grouting 17, and the inner grouting 17 and the steel pipe 2 cannot be loosened and separated from each other when being loaded.
The inner diameter of the annular end head 3 is equal to that of the steel pipe 2; the wall thickness of the section of the steel pipe 2 provided with the holes 4 in the middle is smaller than that of the section of the steel pipe 2 not provided with holes at the two ends, as shown in fig. 1 and 2. The wall thickness of the middle part of the steel pipe 2 is reduced, so that the inner bag 9 and the outer bag 10 are convenient to bind, the surface of the inner bag 9 and the outer bag 10 is not greatly increased after the inner bag 9 and the outer bag 10 are fixed on the outer wall of the steel pipe 2, and the steel pipe is convenient to penetrate into a seabed for operation.
The inner bag 9 and the outer bag 10 are made of flexible, ultrathin, elastic or inelastic high-strength materials, and the bag materials include, but are not limited to, geotextile, fiber cloth, glass fiber, resin, glass fiber reinforced resin, aramid fiber, carbon fiber, graphene, carbon element-related materials and composites thereof, polymers, high polymer materials, nano materials, and the like.
An outer grouting pipe 7 and an inner grouting pipe 8 are respectively bound to one side of the anchor chain 6, a grout outlet of the outer grouting pipe 7 is located between the inner bag 9 and the outer bag 10, and a grout outlet of the inner grouting pipe 8 is located inside the inner bag 9, as shown in fig. 3.
A plurality of steel cables 16 which are vertically arranged are uniformly bound between the inner bag 9 and the outer bag 10 at two ends of the steel tube 2, and the plurality of steel cables 16 have enough length to enable the inner bag 9 to be free from restraint in the expanding process, as shown in fig. 12.
The invention uses the fishbolt without tail wing to carry out construction; the torpedo anchor comprises an anchor body 11, wherein the interior of the anchor body 11 is hollow, the lower end of the anchor body 11 is horizontal, an end head 12 is arranged at the upper end of the anchor body 11, the outer diameter of the end head 12 is larger than that of the anchor body 11, and a hanging rod 13 is arranged inside the end head 12; the outer diameter of the anchor body 11 is smaller than the inner diameter of the steel pipe 2, and the outer diameter of the end head 12 is larger than the outer diameter of the steel pipe 2. The structure of the fish-stone anchor is shown in fig. 5 and 6.
The inner and outer diameters of the annular tip 3 and the tip 12 are equal.
The interior of the anchor body 11 is hollow, the filler 14 is filled in the hollow part, and the filler 14 can be made of high-density materials such as concrete, waste metal and the like, so that the self weight of the torpedo anchor is increased, the gravity center of the torpedo anchor is reduced, and the stability and the verticality of the torpedo anchor in the process of penetrating into a seabed are maintained.
The length of the anchor body 11 is larger than that of the steel pipe 2, so that when the fish-thunderbolt is assembled with the steel pipe 2, the bottom of the anchor body 11 can contact and press the upper end face of the anchor head 1. The assembly of the fish anchor with the steel pipe 2 during construction is shown in fig. 7, and the sectional view is shown in fig. 8.
The inner and outer grout bodies 17 and 18 are hardened cement mortar, cement paste, concrete paste, steel fiber concrete paste or chemical adhesive. The concrete components of the grout used for grouting can be selected according to the strength requirement of the anchoring foundation, the construction convenience, the construction cost and other factors. The strength of the inner grout 17 is greater than the strength of the outer grout 18.
A construction method of a grouting type anchoring foundation with an inner bag and an outer bag is characterized in that: the method specifically comprises the following steps:
(1) assembling the inner bag and the outer bag: mooring one end of an anchor chain 6 on a mooring ring 5, binding an outer grouting pipe 7 and an inner grouting pipe 8 on one side of the anchor chain 6, respectively binding and fixing bag openings at two ends of an inner bag 9 on the steel pipes 2 positioned at two ends of the holes 4, and enabling a slurry outlet of the inner grouting pipe 8 to be positioned inside the inner bag 9; the bag openings at the two ends of the outer bag 10 are respectively bound and fixed at the two ends of the steel pipe 2, the slurry outlet of the outer grouting pipe 7 is positioned between the inner bag 9 and the outer bag 10, and a plurality of steel cables 16 which are vertically arranged are uniformly bound at the two ends of the steel pipe 2 between the inner bag 9 and the outer bag 10; the anchor body 11 of the fishmine anchor without the tail wing penetrates through and is sleeved into the steel pipe 2, hereinafter referred to as the fishmine anchor for short, so that the lower end of the anchor body 11 of the fishmine anchor is horizontal and is pressed on the top surface of the anchor head 1, and the construction rope 15 is connected to a suspender 13 at the upper end of the fishmine anchor; the torpedo anchor is bound and connected with the steel pipe 2 by using a simple mode which can be subsequently detached, the inner bag 9, the plurality of steel cables 16 and the outer bag 10 are folded, rolled and fixed on the outer wall of the steel pipe 2 simply, and the torpedo anchor is stably lifted to be vertically suspended above the seabed based on the construction rope 15, as shown in figure 9.
(2) Releasing the construction rope: the anchor chain 6 is lowered for a certain length to enable the anchor chain to be in a loose state and the influence on the rapid sinking of the torpedo anchor is reduced to the minimum, then the construction rope 15 is released, and the steel pipe 2 is rapidly sunk under the self-weight action of the torpedo anchor and is penetrated into the seabed, as shown in figure 10.
The steel pipe 2 is based on the no wing torpedo anchor construction and penetrates the seabed, and the great dead weight of torpedo anchor can be with steel pipe 2 penetration to deeper seabed, and it is convenient to install, and the engineering time is short, especially adapted marine construction environment.
For sludge and soft seabed soil, the surface soil of the seabed has low strength and large thickness, and the anchoring foundation needs to be buried deeper and reach a soil layer with relatively high strength to have larger anchoring force. The construction is carried out by adopting the fishing and thunder anchor with larger weight, and the aim can be achieved.
(3) Grouting the inner bag and removing the fish-stone anchor: connecting an inner grouting pipe 8 with a grouting system, starting the grouting system to enable grout to gush out from the inner bag 9 through a grout outlet of the inner grouting pipe 8, simultaneously slowly stretching a construction rope 15 upwards, enabling connection between the fish and thunder anchor and the steel pipe 2 to be released and invalid in the stretching process, enabling the anchor body 11 and the steel pipe 2 to be separated gradually, and finally pulling up and removing the fish and thunder anchor, wherein the steel pipe 2 is left in a seabed soil body; after the torpedo anchor is lifted away from the steel pipe 2, the slurry fills the steel pipe 2 and the inner bag 9, and the volume of the inner bag 9 is expanded to meet the design requirement; when the volume of the injected grout reaches the design value, the grouting is stopped, the grout is positioned inside the steel pipe 2 and the inner bag 9, and the grout is gradually hardened to form an inner grouting body 17, as shown in fig. 12.
And when the fish and thunder anchor is removed, internal grouting is carried out, so that the space volume generated when the fish and thunder anchor moves upwards is ensured to be filled with grouting body in time, and the slurry gradually props up the inner bag 9 to meet the design requirement. The speed of lifting the torpedo anchor in this step should be very slow so as to close the upper opening to the inner grout 17 and force the inner bladder 9 to be gradually spread by the grout.
Since the folded and curled inner bag 9 and outer bag 10 are difficult to express in a three-dimensional figure, the inner bag 9 and outer bag 10 are hidden in fig. 3, 9, 10 and 11, and thus the description will be made.
(4) Grouting an outer bag: standing for a period of time to enable the strength of the internal grouting body 17 to be not less than 50% of a design value, connecting the external grouting pipe 7 with a grouting system, starting the grouting system to enable the grout to gush out between the inner bag 9 and the outer bag 10 through a grout outlet of the external grouting pipe 7, enabling the grout to gradually wrap the original internal grouting body 17 and prop the outer bag 10 open, and enabling the grout to gradually fill the unfolded outer bag 10; and stopping grouting when the volume of the injected grout reaches a designed value, wherein the grout is positioned between the inner bag 9 and the outer bag 10, an outer grout 18 is formed after hardening and hardening, and finally the inner grout 17, the outer grout 18 and the steel pipe 2 are combined into a whole to form an anchoring foundation, as shown in fig. 13.
Because the strength of the internal grouting body 17 is not less than 50% of the design value, the internal grouting body 17 is not disturbed and damaged when external grouting is carried out, and the integrity and the safety of the anchoring foundation are effectively maintained.
The outer grouting pipe 7 and the inner grouting pipe 8 are generally hollow, flexible and seamless plastic pipes, can bear certain grouting pressure, are low in price and do not need to be recycled after construction. The outer and inner grouting pipes 7 and 8 should have sufficient strength so that breakage and breakage do not occur during construction. Because the grouting has certain pressure, the grouting body can compress and extrude seabed soil bodies with lower strength.
The inner bag 9 and the outer bag 10 are respectively arranged, the strength of the inner grouting body 17 is greater than that of the outer grouting body 18, the stress concentration requirement when the tensile force of the anchor chain 6 acts on the steel pipe 2 is met, the inner grouting body 17 and the outer grouting body 18 are not prone to damage and failure under the load action, and the safety of the grouting type anchoring foundation is improved.
The inner grouting body 17 and the outer grouting body 18 are wrapped inside and outside the steel pipe 2, and a plurality of steel cables 16 are arranged on the periphery of the inner bag 9, so that the steel pipe is equivalent to a cast-in-place reinforced concrete structure and has strong integrity. The slurry is hardened and then forms a whole with the steel pipe 2, the slurry is tightly contacted with the surrounding soil body, the dead weight of the slurry body, the friction force with the surrounding soil body, the dead weight of the soil body on the overlying seabed and the like form the anti-pulling bearing capacity of the anchoring foundation, and the anti-pulling bearing capacity is larger.
The solidification and hardening of the slurry needs a certain time, and the strength recovery of the seabed soil body damaged by disturbance above the anchoring foundation also needs a certain time. Therefore, the anchoring foundation can be put into use after the internal grouting body 17 and the external grouting body 18 are fully solidified and hardened and the seabed soil body strength is recovered to meet the requirement.
Finally, the inner and outer slip bodies 17 and 18 wrap the inside and outside of the steel pipe 2 to form irregular geometric bodies. Such irregular geometry is difficult to graphically represent, so that the symmetrical slip in fig. 13 is not actually present, and is merely a simple schematic of the slip, and does not represent an actual situation.
The construction of the invention does not need people to be sent for launching operation, the construction is simple and convenient, the offshore operation time is short, and the comprehensive cost is low.
The grouting method of the grouting system is static pressure grouting, pulse grouting, high-pressure jet grouting, electric chemical grouting, compaction grouting, sleeve valve pipe static pressure grouting or directional grouting. The proper grouting method can be selected according to the factors of construction resistance, construction cost and the like of the anchoring foundation.
The figure only shows the condition of partial shape and partial connection mode of the anchoring foundation, according to the proposed idea, the shape of each component and the connection mode of each part can be changed to form other related types of grouting type anchoring foundations with inner bags and outer bags, which all belong to the equivalent modification and change of the invention, and the description is omitted here.
The drawings are for illustration purposes only and are not to be construed as limiting the invention; for the purpose of better illustrating the embodiments, certain features of the drawings may be omitted, enlarged or reduced, and do not represent the size of an actual product; it will be understood by those skilled in the art that certain well-known structures in the drawings and descriptions thereof may be omitted; the same or similar reference numerals correspond to the same or similar parts; the terms describing positional relationships in the drawings are for illustrative purposes only and are not to be construed as limiting the present invention.
The present invention is not limited to the above embodiments, and various other equivalent modifications, substitutions and alterations can be made without departing from the basic technical concept of the invention as described above, according to the common technical knowledge and conventional means in the field.
Claims (9)
1. A slip casting formula anchor foundation with inner bag and outer bag which characterized in that: the grouting device comprises a steel pipe, an inner bag, an inner grouting body, an outer bag and an outer grouting body, wherein a plurality of holes are formed in the middle of the steel pipe respectively, the lower end of the steel pipe is fixedly connected with an anchor head, the upper end of the steel pipe is fixedly connected with an annular end head, and one side of the annular end head is fixedly connected with a mooring ring and an anchor chain; both ends of the inner bag and the outer bag are provided with bag openings, the bag openings at both ends of the inner bag are respectively bound and fixed on the steel pipes positioned at both ends of the holes, and the bag openings at both ends of the outer bag are respectively bound and fixed at both ends of the steel pipes; the inner grouting body is filled in the steel pipe and the inner bag, and the outer grouting body is filled between the inner bag and the outer bag.
2. A slip-casting mooring foundation having an inner bladder and an outer bladder as defined in claim 1, wherein: the inner bag and the outer bag are both made of reverse osmosis anti-corrosion cloth.
3. A slip-casting mooring foundation having an inner bladder and an outer bladder as defined in claim 1, wherein: the holes are evenly distributed in the middle of the steel pipe at equal intervals and are located in the range not smaller than the height of the steel pipe 1/2.
4. A slip-casting mooring foundation having an inner bladder and an outer bladder as defined in claim 1, wherein: an outer grouting pipe and an inner grouting pipe are respectively bound to one side of the anchor chain, a grout outlet of the outer grouting pipe is located between the inner bag and the outer bag, and a grout outlet of the inner grouting pipe is located inside the inner bag.
5. A slip-casting mooring foundation having an inner bladder and an outer bladder as defined in claim 1, wherein: and a plurality of steel cables which are vertically arranged are uniformly bound between the inner bag and the outer bag at two ends of the steel tube, and the steel cables have enough length to be free from restraint on the opening process of the inner bag.
6. A slip-casting mooring foundation having an inner bladder and an outer bladder as defined in claim 1, wherein: the strength of the inner grout is greater than the strength of the outer grout.
7. A slip-casting mooring foundation having an inner bladder and an outer bladder as defined in claim 1, wherein: the inner diameter of the annular end head is equal to that of the steel pipe.
8. A slip-casting mooring foundation having an inner bladder and an outer bladder as defined in claim 1, wherein: the wall thickness of the middle part of the steel pipe at the section provided with the plurality of holes is smaller than that of the part at the two ends of the steel pipe, which is not provided with the holes.
9. A construction method of a grouting type anchoring foundation with an inner bag and an outer bag based on any one of claims 1-8, characterized in that: the method specifically comprises the following steps:
(1) assembling the inner bag and the outer bag: mooring one end of an anchor chain on a mooring ring, binding an outer grouting pipe and an inner grouting pipe on one side of the anchor chain, respectively binding and fixing bag openings at two ends of an inner bag on steel pipes positioned at two ends of a plurality of holes, and enabling a slurry outlet of the inner grouting pipe to be positioned inside the inner bag; binding and fixing bag openings at two ends of the outer bag at two ends of the steel pipe respectively, enabling a slurry outlet of the outer grouting pipe to be positioned between the inner bag and the outer bag, and uniformly binding a plurality of vertically arranged steel cables at two ends of the steel pipe between the inner bag and the outer bag; penetrating and sleeving an anchor body of the fishbone anchor without the tail wing into the steel pipe, which is hereinafter referred to as the fishbone anchor for short, enabling the lower end of the anchor body of the fishbone anchor to be horizontal and pressed on the top surface of an anchor head, and connecting a construction rope on a suspender at the upper end of the fishbone anchor; the fish-thunder anchor is bound and connected with the steel pipe by using a simple mode which can be subsequently detached, the inner bag, the plurality of steel cables and the outer bag are folded, rolled and fixed on the outer wall of the steel pipe simply, and the fish-thunder anchor is stably lifted and suspended above the seabed vertically based on the construction rope;
(2) releasing the construction rope: lowering the anchor chain for a certain length to enable the anchor chain to be in a loose state and minimize the influence on the rapid sinking of the torpedo anchor, and then releasing the construction rope to enable the steel pipe to rapidly sink and penetrate into the seabed under the self-weight action of the torpedo anchor;
(3) grouting the inner bag and removing the fish-stone anchor: connecting the inner grouting pipe with a grouting system, starting the grouting system to enable grout to flow out of the inner bag through a grout outlet of the inner grouting pipe, simultaneously slowly tensioning the construction rope upwards, enabling the connection between the torpedo anchor and the steel pipe to be disengaged and invalid in the tensioning process, enabling the anchor body to be gradually separated from the steel pipe, finally pulling up and removing the torpedo anchor, and remaining the steel pipe in a seabed soil body; after the torpedo anchor is lifted away from the steel pipe, the slurry fills the steel pipe and the inner bag, and the inner bag body is expanded to meet the design requirement; stopping grouting when the volume of the injected grout reaches a design value, wherein the grout is positioned inside the steel pipe and the inner bag and gradually hardened to form inner grouting body;
(4) grouting an outer bag: standing for a period of time to enable the strength of the internal grouting body to be not less than 50% of a design value, connecting the external grouting pipe with a grouting system, starting the grouting system to enable the grout to gush out between the inner bag and the outer bag through a grout outlet of the external grouting pipe, gradually wrapping the original internal grouting body with the grout and propping open the outer bag, and gradually filling the unfolded outer bag with the grout; and stopping grouting when the volume of the injected grout reaches a designed value, wherein the grout is positioned between the inner bag and the outer bag, hardening and hardening to form external grout, and finally combining the internal grout, the external grout and the steel pipe to form a whole to form the anchoring foundation.
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| CN113107544B (en) * | 2021-05-25 | 2022-11-25 | 太原理工大学 | Grouting method and device for adjacent crossroads in internal-staggered-layer coal mining method |
| CN113859438A (en) * | 2021-11-04 | 2021-12-31 | 福州大学 | Deepwater grouting anchor and construction method |
| CN114136267B (en) * | 2021-11-15 | 2022-09-02 | 天津大学 | Measurement and control integrated soil deformation dynamic control system based on composite capsule |
| CN114718100B (en) * | 2022-03-22 | 2023-11-10 | 浙江省建筑设计研究院 | Water-stop grouting construction method |
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